CN110230497A - A kind of positive barrel double -side approach construction method in threaded list road - Google Patents
A kind of positive barrel double -side approach construction method in threaded list road Download PDFInfo
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- CN110230497A CN110230497A CN201910547662.3A CN201910547662A CN110230497A CN 110230497 A CN110230497 A CN 110230497A CN 201910547662 A CN201910547662 A CN 201910547662A CN 110230497 A CN110230497 A CN 110230497A
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- 238000010276 construction Methods 0.000 title claims abstract description 63
- 238000013459 approach Methods 0.000 title claims abstract description 14
- 238000000034 method Methods 0.000 claims abstract description 27
- 238000007569 slipcasting Methods 0.000 claims abstract description 15
- 238000005259 measurement Methods 0.000 claims abstract description 10
- 238000004140 cleaning Methods 0.000 claims abstract description 4
- 239000011435 rock Substances 0.000 claims description 41
- 229910000831 Steel Inorganic materials 0.000 claims description 23
- 239000010959 steel Substances 0.000 claims description 23
- 238000009412 basement excavation Methods 0.000 claims description 14
- 239000004568 cement Substances 0.000 claims description 12
- 238000005553 drilling Methods 0.000 claims description 10
- 239000002002 slurry Substances 0.000 claims description 10
- 238000012544 monitoring process Methods 0.000 claims description 7
- 210000005239 tubule Anatomy 0.000 claims description 7
- 238000005520 cutting process Methods 0.000 claims description 6
- 238000005728 strengthening Methods 0.000 claims description 6
- 230000005641 tunneling Effects 0.000 claims description 4
- 238000005266 casting Methods 0.000 claims description 3
- 238000007363 ring formation reaction Methods 0.000 claims description 3
- 239000007921 spray Substances 0.000 description 15
- 238000013461 design Methods 0.000 description 6
- 239000004570 mortar (masonry) Substances 0.000 description 5
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 5
- 238000010586 diagram Methods 0.000 description 3
- 239000002689 soil Substances 0.000 description 3
- 238000011161 development Methods 0.000 description 2
- 230000018109 developmental process Effects 0.000 description 2
- 230000009977 dual effect Effects 0.000 description 2
- 238000002347 injection Methods 0.000 description 2
- 239000007924 injection Substances 0.000 description 2
- 239000010410 layer Substances 0.000 description 2
- 238000002156 mixing Methods 0.000 description 2
- 239000000203 mixture Substances 0.000 description 2
- 230000002093 peripheral effect Effects 0.000 description 2
- 230000011218 segmentation Effects 0.000 description 2
- 239000000243 solution Substances 0.000 description 2
- 238000005507 spraying Methods 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 239000012141 concentrate Substances 0.000 description 1
- 238000012790 confirmation Methods 0.000 description 1
- 238000005336 cracking Methods 0.000 description 1
- 230000007812 deficiency Effects 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 238000013213 extrapolation Methods 0.000 description 1
- 229920002457 flexible plastic Polymers 0.000 description 1
- 239000012634 fragment Substances 0.000 description 1
- 239000011521 glass Substances 0.000 description 1
- 238000009434 installation Methods 0.000 description 1
- 230000002452 interceptive effect Effects 0.000 description 1
- 239000000463 material Substances 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 210000003205 muscle Anatomy 0.000 description 1
- 238000002360 preparation method Methods 0.000 description 1
- 230000002265 prevention Effects 0.000 description 1
- 238000012545 processing Methods 0.000 description 1
- 230000001737 promoting effect Effects 0.000 description 1
- 239000011241 protective layer Substances 0.000 description 1
- 230000002787 reinforcement Effects 0.000 description 1
- 230000003014 reinforcing effect Effects 0.000 description 1
- 231100000241 scar Toxicity 0.000 description 1
- 238000007493 shaping process Methods 0.000 description 1
- 230000006641 stabilisation Effects 0.000 description 1
- 238000011105 stabilization Methods 0.000 description 1
- 238000012546 transfer Methods 0.000 description 1
Classifications
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- E21D11/10—Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
- E21D11/105—Transport or application of concrete specially adapted for the lining of tunnels or galleries ; Backfilling the space between main building element and the surrounding rock, e.g. with concrete
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- E21D11/10—Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
- E21D11/107—Reinforcing elements therefor; Holders for the reinforcing elements
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D21/00—Anchoring-bolts for roof, floor in galleries or longwall working, or shaft-lining protection
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/003—Arrangement of measuring or indicating devices for use during driving of tunnels, e.g. for guiding machines
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- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Structural Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Architecture (AREA)
- Civil Engineering (AREA)
- Environmental & Geological Engineering (AREA)
- Lining And Supports For Tunnels (AREA)
Abstract
The invention discloses a kind of positive barrel double -side approach construction methods in threaded list road, method includes the following steps: Step 1: preparing before construction: carrying out advance geologic prediction, cleaning face, surveying setting-out, and carry out advance support slip casting, are monitored measurement；The Tunnel of institute's construction tunnel is divided into centrally located middle drift, and is symmetrically positioned in the left side wall pilot tunnel and right side wall pilot tunnel of the middle drift two sides；Step 2: preliminary excavate；Step 3: middle drift excavates；Step 4: applying inverted arch；Step 5: secondary lining.Construction portion of the present invention number is few, construction efficiency is high, saving of work and time, working security are high.
Description
Technical field
The present invention relates to technical field of tunnel construction, and in particular to a kind of positive barrel double -side approach construction party in threaded list road
Method.
Background technique
Two side-wall pilot tunnel is a kind of mode of tunnel excavation, also known as twin side heading method or glasses working, belongs to new Austria
One branch of method, using New Austrian Tunneling Method basic principle as foundation.It is used to open when carrying out tunnel excavation using two side-wall pilot tunnel
Wa Mian branch, which is generally in the form of, is divided into four pieces, i.e. left side wall base tunnel (also referred to as left side wall pilot tunnel), right side for tunnel excavation section
It wall base tunnel (also referred to as right side wall pilot tunnel), top Core Soil region base tunnel (also referred to as top Core Soil region pilot tunnel) and gets out of a predicament or an embarrassing situation
It excavates base tunnel (also referred to as get out of a predicament or an embarrassing situation and excavate pilot tunnel).Field measurement shows that subsidence caused by two side-wall pilot tunnel is only
The 1/2 of short benching tunnelling method.But two side-wall pilot tunnel excavation portion number is more, not only increases the disturbance number to country rock, is unfavorable for enclosing
The stabilization of rock, and interfering with each other between each process is increased, the life security of worker is seriously threatened, and to a certain extent
Affect the progress of construction, cause indirectly build up it is at high cost.
Summary of the invention
In view of this, applying in view of the deficiencies of the prior art, it is an object of the present invention to provide one kind, process is simple, efficiency
The positive barrel double -side approach construction method in threaded list road high, security performance is high, stability is good.
In order to achieve the above objectives, the invention adopts the following technical scheme:
A kind of positive barrel double -side approach construction method in threaded list road, method includes the following steps:
Step 1: preparing before construction: carrying out advance geologic prediction, cleaning face, surveying setting-out, and carry out advance support note
Slurry, is monitored measurement；
The Tunnel of institute's construction tunnel is divided into centrally located middle drift, and is symmetrically positioned in the middle drift two sides
Left side wall pilot tunnel and right side wall pilot tunnel；
Step 2: preliminary excavate: the left side wall pilot tunnel and right side wall pilot tunnel are divided into upper side wall pilot tunnel and downside from top to bottom
Wall pilot tunnel, digging process is successively are as follows: first excavates two sides upper side wall pilot tunnel, then applies two sides upper side wall pilot tunnel preliminary bracing；Again
Two sides lower wall pilot tunnel is excavated, two sides lower wall pilot tunnel preliminary bracing is applied；
Step 3: middle drift excavates: in the left side wall pilot tunnel and right side wall pilot tunnel propulsion length are not less than starting after 10m
Pilot drive；The middle drift is divided into top pilot tunnel, middle part pilot tunnel and lower part pilot tunnel from top to bottom；First in the top pilot tunnel
Top driving, then applies pre-grouting advance support, then carries out arranged on left and right sides to top pilot tunnel and interlock in parallel tunneling construction；It
Middle part pilot drive is carried out afterwards, and the middle part pilot tunnel lags behind top pilot tunnel 2.5-3.5m, installs I-steel stull later；Finally
Lower part pilot drive is carried out, so that the lower part pilot tunnel is lagged behind middle part pilot tunnel 2.5-3.5m, applies lower part pilot tunnel initial stage branch later
Shield is allowed to closing cyclization；
Step 4: applying inverted arch: inverted arch and lower part pilot drive work surface first carry out monitoring measurement, then adopt at a distance of from 8-15m
It is segmented the preliminary bracing for removing two sides lower wall pilot tunnel bottom with flame-cutting, and pours concrete immediately and carries out Tunnel bottom
Filling completes inverted arch and just serves as a contrast construction；
Step 5: secondary lining: removing the preliminary bracing to lining cutting section, utilize trolley one-piece casting secondary lining.
Feature in view of the above technology, left side wall pilot tunnel and right side wall pilot tunnel are divided into upper side wall pilot tunnel and downside from top to bottom
Wall pilot tunnel reduces construction portion number, and rationally, construction cost is low for design；Length is promoted in the left side wall pilot tunnel and right side wall pilot tunnel
After 10m, starts middle drift and excavate；Construction speed is effectively ensured；Arranged on left and right sides is carried out to top pilot tunnel staggeredly to dig in parallel
Into construction, construction efficiency is high, and construction quality is good, and safety is reliable, small to the disturbance of country rock；Top pilot tunnel, middle part pilot tunnel and under
2.5-3.5m is mutually lagged between portion's pilot tunnel can effectively increase working security；Inverted arch and lower part pilot drive work surface are apart
From 8-15m, keep entire constructing structure more firm.
Preferably, the preliminary bracing in step 2 and three is made of extension steel mesh, jetting cement and anchor pole, III, IV grade of country rock
Increase grid steel frame strengthening supporting within the scope of 120 ° of arch；V grade of country rock location arch wall increases grid steel frame strengthening supporting；It is described
Anchor pole includes grouting rock bolt and hollow bolt, and arch uses slip casting hollow bolt, remaining abutment wall uses grouting rock bolt.
Preferably, the form of construction work of the advance support in step 1 is divided into advanced middle pipe canopy and two kinds of advanced tubule
Mode.
Preferably, the left side wall pilot tunnel and right side wall pilot tunnel apply mode using micro- benching tunnelling method, staggeredly carry out, adjacent to open
Digging face is at a distance of 2-3m.The disturbance to construction surface is reduced, the stability and safety of work progress are increased.
Preferably, the form of construction work that the top pilot tunnel is staggeredly tunneled using two sides, and the spacing constructed is not more than 1m.It applies
Work safety is good, and construction efficiency is high.
Preferably, the span of the Tunnel is 20-30m, at a distance of 5- between the left side wall pilot tunnel and right side wall pilot tunnel
7m。
Preferably, it is described it is preliminary excavation and middle drift excavate using circulation apply by the way of, every time it is described it is preliminary excavation with
The drilling depth that middle drift excavates is not more than 0.75m；The distance for removing the advance support every time is less than 10m.Avoid a drilling depth too
Greatly, construction tunnel receiving does not live, the low problem of stability, is conducive to the stability for increasing Tunnel, to ensure construction peace
Quan Xing.
The beneficial effects of the present invention are:
For the present invention by the way that Tunnel is divided into left and right sides wall base tunnel, left and right sides wall base tunnel divides equally two layers of excavation, excavates number
It reduces, reduces the disturbance in digging process to peripheral rock, to reduce the landing of peripheral rock, increase working security；It adopts
Working security can also be increased with circulation form of construction work；Working efficiency is effectively improved simultaneously, is shortened the construction period.
Detailed description of the invention
Fig. 1 is construction schematic diagram of the invention；
Fig. 2 is pipe roof construction process flow chart in advanced；
Fig. 3 is the construction schematic diagram of grouting rock bolt.
In figure: 1 left side wall pilot tunnel, 2 right side wall pilot tunnels, 3 top pilot tunnels, 4 middle part pilot tunnels, 5 lower part pilot tunnels, 6 exhaust pipes, 7
Stop grouting plug, 8 anchor holes, 9 grouting rock bolts, 10 anchor pole leading trucks, 11 mortars, 12 Grouting Pipes.
Specific embodiment
The invention will be further described with reference to the accompanying drawings and examples.
A kind of positive barrel double -side approach construction method in threaded list road, method includes the following steps:
Step 1: preparing before construction: carrying out advance geologic prediction, cleaning face, surveying setting-out, and carry out advance support note
Slurry, is monitored measurement；
It when encountering soft stratum, meets underground water and easily softens and the slight large deformation of soft rockmass occurs, need to lead using small in advance
Pipe grouting support mode, advance reinforcement country rock when such as loose or breaking surrounding rock (fault disruption zone location), take note dual slurry shape
Formula rapidly solidified rock crusher section in advance.
The form of construction work of the advance support is divided into pipe canopy and advanced tubule two ways in advanced.Pipe canopy is equal in advanced
Using set arch guide pipe positioning, the drilling of pipe canopy geological drilling rig, segmentation heads into Guan Peng, then uses grouting pump grouting and reinforcing；Slip casting
Slip casting pipe diameter on pump is Ф 60 or Ф 50, and extrapolation angle is 3 °；Fig. 2 is shown in pipe roof construction process flow in advanced.
Advanced tubule uses diameter for φ 42, the hot rolled seamless steel tube of thick 3.5mm, long 3.5m/ root.Between ductule is circumferential
The floor projection lap of splice away from 40cm, longitudinally adjacent two rows is not less than 150cm, and outer limb is 5~10 °；Before advanced tubule
End processing is tapered, so as to inserting piling, and prevents slurries preshoot；The injected hole of φ 10mm, slip casting are bored in position among advanced tubule
Hole is in quincuncial arrangement (preventing slip casting from dead angle occur), is not drilled within the scope of spacing 15mm, tail portion 1m with mortar leakage prevention, end weldering
Diameter is the ring-shaped stirrup of 6mm, and cracking ends when to prevent setting advanced tubule influence Grouting Pipe connection.
Construction stage need to reinforce monitoring measurement, adjust excavation plan and supporting parameter according to monitoring data in time, to inhibit
Excessive deformation, and guarantee safe construction.
The Tunnel of institute's construction tunnel is divided into centrally located middle drift, and is symmetrically positioned in the middle drift
The left side wall pilot tunnel 1 and right side wall pilot tunnel 2 of two sides；
When designing excavated section structure size, the deformation values being likely to occur are considered as, to guarantee after there is large deformation, are reserved
The space of secondary set arch supporting measure, guarantees the needs of headroom size in tunnel, carries out changeing steel arch after avoiding the occurrence of large deformation
Frame jeopardizes construction safety.
Step 2: preliminary excavate: the left side wall pilot tunnel 1 and right side wall pilot tunnel 2 are divided into upper side wall pilot tunnel from top to bottom
With lower wall pilot tunnel, the left side wall pilot tunnel 1 and right side wall pilot tunnel 2 apply mode using micro- benching tunnelling method, staggeredly carry out, adjacent to open
Digging face is at a distance of 2-3m.Digging process is successively are as follows: first excavates two sides upper side wall pilot tunnel, then applies two sides upper side wall pilot tunnel initial stage branch
Shield；Two sides lower wall pilot tunnel is excavated again, applies two sides lower wall pilot tunnel preliminary bracing；
Step 3: middle drift excavates: promoting length not less than after 10m in the left side wall pilot tunnel 1 and right side wall pilot tunnel 2, start
Middle drift excavates；The middle drift is divided into top pilot tunnel 3, middle part pilot tunnel 4 and lower part pilot tunnel 5 from top to bottom；First on the top
The top of pilot tunnel 3 is tunneled, the form of construction work that the top pilot tunnel 3 is staggeredly tunneled using two sides, and the spacing constructed is not more than 1m,
Then it applies pre-grouting advance support, then arranged on left and right sides is carried out to top pilot tunnel 3 and is interlocked in parallel tunneling construction；In carrying out later
Portion's pilot tunnel 4 excavates, and the middle part pilot tunnel 4 lags behind top pilot tunnel 32.5-3.5m, installs I-steel stull later；Finally carry out
Lower part pilot tunnel 5 excavates, and so that the lower part pilot tunnel 5 is lagged behind middle part pilot tunnel 42.5-3.5m, applies lower part pilot tunnel 5 initial stage branch later
Shield is allowed to closing cyclization；2.5-3.5m is successively lagged respectively between the top pilot tunnel 3, middle part pilot tunnel 4 and lower part pilot tunnel 5.
Step 4: applying inverted arch: inverted arch and lower part pilot tunnel 5 excavate work surface at a distance of from 8-15m, are divided using flame-cutting
Section removes the preliminary bracing of two sides lower wall pilot tunnel bottom, and pours concrete immediately and be filled Tunnel bottom, completes inverted arch
Just lining construction；
Step 5: secondary lining: removing the preliminary bracing to lining cutting section, utilize trolley one-piece casting secondary lining.Secondary lining
To resist the development of later period deformation.
The preliminary bracing of construction stage is to determine supporting parameter according to the principle of " based on anti-, anti-to put combination ", after excavation
It should close in time, and take strong supporting measure, to inhibit the occurrence and development of deformation.
Preliminary bracing is made of extension steel mesh, jetting cement and anchor pole, increases grid within the scope of III, IV grade of 120 ° of country rock arch
Steelframe strengthening supporting；V grade of country rock location arch wall increases grid steel frame strengthening supporting；The anchor pole includes grouting rock bolt and hollow
Anchor pole, arch use slip casting hollow bolt, remaining abutment wall uses grouting rock bolt.
Jetting cement supporting construction program are as follows: advance geologic prediction → excavation → just spray concrete 4cm → construction lofting → installation steel
Frame and extension steel mesh → monitoring → apply system anchor bolt → injection to design thickness.
Anchor pole is divided into grouting rock bolt and hollow bolt, the operational procedure of grouting rock bolt are as follows: and it first carries out positioning and does preparation of construction,
Using rock bolting jumbo or air rock drill drilling anchor hole 8, after being drilled anchor hole 8, landwaste in anchor hole 8 is blown off with high-pressure blast, and check anchor
Then 8 depth of hole will be sent into anchor hole 8,8 bottom of anchor hole of going directly containing the anchor pole of anchor pole leading truck 10, and pay attention to rotating mortar anchor
Bar 9 makes 9 tail end of grouting rock bolt expose outside anchor hole mouth 10cm, to be welded with steel mesh；In 9 tail end anchor hole of grouting rock bolt
Stop grouting plug 7 is installed in oral area position, is later connect 9 tail end of grouting rock bolt with grouting rock bolt special slip casting pump 12 using Grouting Pipe 12,
Arch, abutment wall use the slip casting of dual exhaust method, and by internal diameter 4~5mm of Φ, the flexible plastic exhaust pipe of 1~1.5mm of wall thickness is the same as anchor pole one
It rises to be sent into and drill to bottom hole, and stay the excess length of 1m or so outside hole, Grouting Pipe 12 is then fixed on anchor orifice position, and
Anchor hole mouth is blocked, after confirmation exhaust pipe is unimpeded, starts to inject mortar 11, when exhaust pipe 6 is not vented or overflows thin pulp
Stop, and exhaust pipe 6 is extracted, backing plate tightening nuts are installed after mortar 11 reaches intensity.The construction schematic diagram of grouting rock bolt
As shown in Figure 3.The ratio of mud of slurries used in slip casting 1:0.8-1.1 by weight, wherein the intensity of cement is not less than 42.5.
Hollow bolt construction drill is drilled using rock bolting jumbo or air rock drill, makes hole according to design requirement before drilling
Position, drilling keep straight line and, bore diameter φ 42mm vertical with place position strata structure face, and drilling depth is greater than Soil Anchor Design
Length 10cm.Hollow grouting anchor operational procedure are as follows: after being drilled hole, blow off landwaste in hole with high-pressure blast；By anchor head and anchor pole end
Head combination, puts on gasket and nut；The combination body of rod is sent into hole, bottom hole of going directly；Stop grouting plug is penetrated into anchor pole end and aperture
It makes even and is fastened with the body of rod；Ensure that slurries fill hole body when slip casting, grouting pressure reaches design or code requirement, overflows to exhaust pipe
Stop slip casting when underflow out；After slurry intensity reaches 70%, upper arch backing plate is covered in anchor pole end, is then twisted by prescribed torque
Tight nut.The ratio of mud of slurries used in slip casting 1:0.4~0.5 by weight, grouting pressure are 0.3~0.8MPa, cement slurry
With mix with.
Grid steel frame presses design machine-shaping outside hole, and progress after just spray concrete is mounted in hole, is welded with anchor pole.Grid
Longitudinally connected muscle is set between steelframe, is filled and led up between grid steel frame with spraying concrete, and grid steel frame arch springing is placed in firm foundations, when erection
Cushion block is arranged when gap is excessive between grid steel frame and country rock in Vertical tunnel middle line, is filled out with spray concrete spray.
Jetting cement is completed in two times, i.e. just spray and multiple spray.Jetting cement is based on wet shot, and the larger location of water content is using tide spray
Technique.Jetting material by hole outside concrete mixing station mix, concrete waggon transport.The jetting cement just sprayed is with a thickness of 4~5cm, early fastly
Speed closing country rock bores quick-fried section and uses wheeled wet shot manipulator, and TBM tunnels the wet shot manipulator that section uses TBM to carry.It is sprayed on arch again
It is carried out after frame, linked network, anchor pole procedures.Using wet spraying process, constructed by jet robot.
Jetting cement segmentation, fragment, layering carry out, and from bottom to top, concentrate from anhydrous, few location water Xiang Youshui, Duo Shui, more water
It places conduit and water is discharged in place.When applying spray spray head with it is substantially vertical by spray plane, distance is maintained at 1.5~2.0m.Grid steel frame, steel
When arch, gap between steelframe and scar jetting cement fills closely knit, and injection order gets on, get off symmetrical progress, first sprays steelframe
The gap between country rock, rear to spray between steelframe, steelframe should be covered by jetting cement, and protective layer cannot be less than 4cm.It is first levelling before spray
Helically slowly uniformly mobile by the recess of spray plane, then by spray head, every circle pressure front half-turn is made every effort to around loop diameter about 30cm
The concrete layer face of ejection is smoothly smooth.Jet thickness control is in 6cm hereinafter, every segment length is no more than 6m.
The content of monitoring measurement include the inside and outside observation in hole, headroom horizontal convergence measure, vault it is opposite sink measurement, shallow embedding
Section surface subsidence measures, deformation in surrounding rock measures, anchor axial force measures, pressure from surrounding rock measures, support lining stress measures, steel
Frame internal force and the load born measure and country rock elastic wave velocity measures.
Secondary lining perform the time should be arranged in country rock and preliminary bracing deformation it is basicly stable, measure monitoring data show
When transport ratio obviously slows down, but secondary lining should be applied as early as possible when the breaking surrounding rock for enbrittling or Shallow Section
It does.All main hole secondary linings in tunnel all use integral hydraulic lining trolley to construct.Concrete uses the mixing station of automatic gauge
Centralizedly supply, agitator truck transport, and concrete transfer pump is pumped into mould.The pre-buried of embedded backfill slip casting in time is paid attention in lining construction
The built-in fitting of pvc pipe and other affiliated facilities.
The span of the Tunnel is 20-30m, at a distance of 5-7m between the left side wall pilot tunnel 1 and right side wall pilot tunnel 2.
The preliminary excavation and middle drift excavate in such a way that circulation applies, and the preliminary excavation and middle drift are opened every time
The drilling depth of digging is not more than 0.75m；The distance for removing the advance support every time is less than 10m.
Finally, it is stated that the above examples are only used to illustrate the technical scheme of the present invention and are not limiting, this field is common
Other modifications or equivalent replacement that technical staff makes technical solution of the present invention, without departing from technical solution of the present invention
Spirit and scope, be intended to be within the scope of the claims of the invention.
Claims (7)
1. a kind of positive barrel double -side approach construction method in threaded list road, which is characterized in that method includes the following steps:
Step 1: preparing before construction: carrying out advance geologic prediction, cleaning face, surveying setting-out, and carry out advance support note
Slurry, is monitored measurement；
The Tunnel of institute's construction tunnel is divided into centrally located middle drift, and is symmetrically positioned in the middle drift two sides
Left side wall pilot tunnel and right side wall pilot tunnel；
Step 2: preliminary excavate: the left side wall pilot tunnel and right side wall pilot tunnel are divided into upper side wall pilot tunnel and downside from top to bottom
Wall pilot tunnel, digging process is successively are as follows: first excavates two sides upper side wall pilot tunnel, then applies two sides upper side wall pilot tunnel preliminary bracing；Again
Two sides lower wall pilot tunnel is excavated, two sides lower wall pilot tunnel preliminary bracing is applied；
Step 3: middle drift excavates: in the left side wall pilot tunnel and right side wall pilot tunnel propulsion length are not less than starting after 10m
Pilot drive；The middle drift is divided into top pilot tunnel, middle part pilot tunnel and lower part pilot tunnel from top to bottom；First in the top pilot tunnel
Top driving, then applies pre-grouting advance support, then carries out arranged on left and right sides to top pilot tunnel and interlock in parallel tunneling construction；It
Middle part pilot drive is carried out afterwards, and the middle part pilot tunnel lags behind top pilot tunnel 2.5-3.5m, installs I-steel stull later；Finally
Lower part pilot drive is carried out, so that the lower part pilot tunnel is lagged behind middle part pilot tunnel 2.5-3.5m, applies lower part pilot tunnel initial stage branch later
Shield is allowed to closing cyclization；
Step 4: applying inverted arch: inverted arch and lower part pilot drive work surface first carry out monitoring measurement, then adopt at a distance of from 8-15m
It is segmented the preliminary bracing for removing two sides lower wall pilot tunnel bottom with flame-cutting, and pours concrete immediately and carries out Tunnel bottom
Filling completes inverted arch and just serves as a contrast construction；
Step 5: secondary lining: removing the preliminary bracing to lining cutting section, utilize trolley one-piece casting secondary lining.
2. the positive barrel double -side approach construction method in threaded list road according to claim 1, which is characterized in that step 2 and three
In preliminary bracing be made of extension steel mesh, jetting cement and anchor pole, within the scope of III, IV grade of 120 ° of country rock arch increase grid steel frame
Strengthening supporting；V grade of country rock location arch wall increases grid steel frame strengthening supporting；The anchor pole includes grouting rock bolt and hollow bolt,
Arch uses slip casting hollow bolt, remaining abutment wall uses grouting rock bolt.
3. the positive barrel double -side approach construction method in threaded list road according to claim 1, which is characterized in that in step 1
The form of construction work of the advance support is divided into pipe canopy and advanced tubule two ways in advanced.
4. the positive barrel double -side approach construction method in threaded list road according to claim 1, which is characterized in that the left side wall
Pilot tunnel and right side wall pilot tunnel apply mode using micro- benching tunnelling method, staggeredly carry out, adjacent excavation face is at a distance of 2-3m.
5. the positive barrel double -side approach construction method in threaded list road according to claim 1, which is characterized in that the upper guide
The form of construction work that hole is staggeredly tunneled using two sides, and the spacing constructed is not more than 1m.
6. the positive barrel double -side approach construction method in threaded list road according to claim 1, which is characterized in that the Tunnel
Span be 20-30m, at a distance of 5-7m between the left side wall pilot tunnel and right side wall pilot tunnel.
7. the positive barrel double -side approach construction method in threaded list road according to claim 1, which is characterized in that described tentatively to open
It digs and middle drift excavates in such a way that circulation applies, the drilling depth that the preliminary excavation and middle drift excavate every time is not more than
0.75m；The distance for removing the advance support every time is less than 10m.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201910547662.3A CN110230497A (en) | 2019-06-24 | 2019-06-24 | A kind of positive barrel double -side approach construction method in threaded list road |
Applications Claiming Priority (1)
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| CN112302662A (en) * | 2020-10-29 | 2021-02-02 | 中铁上海工程局集团有限公司 | Construction method of artificial backfill shallow-buried tunnel passing through highway |
| CN112484589A (en) * | 2020-11-02 | 2021-03-12 | 上海宝冶集团有限公司 | Method for blasting tunnel under elevated buttress |
| CN113153317A (en) * | 2021-05-11 | 2021-07-23 | 北华航天工业学院 | Construction method and grouting device suitable for soft rock large-section tunnel |
| CN113417645A (en) * | 2021-06-01 | 2021-09-21 | 上海宝冶集团有限公司 | Large-section tunnel excavation method based on double-side-wall pit guiding method |
| CN113464147A (en) * | 2021-07-22 | 2021-10-01 | 中铁五局集团成都工程有限责任公司 | Construction method of soft rock large-span and variable-section tunnel |
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Application publication date: 20190913 |